CN108590671A - A kind of five steps, 14 excavation methods under advanced strong supporting system - Google Patents
A kind of five steps, 14 excavation methods under advanced strong supporting system Download PDFInfo
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- CN108590671A CN108590671A CN201810456915.1A CN201810456915A CN108590671A CN 108590671 A CN108590671 A CN 108590671A CN 201810456915 A CN201810456915 A CN 201810456915A CN 108590671 A CN108590671 A CN 108590671A
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- tunnel
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- 238000009412 basement excavation Methods 0.000 title claims abstract description 27
- 238000000034 method Methods 0.000 title claims abstract description 23
- 238000012544 monitoring process Methods 0.000 claims abstract description 18
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 6
- 239000010959 steel Substances 0.000 claims abstract description 6
- 238000006073 displacement reaction Methods 0.000 claims description 11
- 239000004744 fabric Substances 0.000 claims description 6
- 238000010276 construction Methods 0.000 abstract description 12
- 239000002689 soil Substances 0.000 abstract description 8
- 230000000694 effects Effects 0.000 abstract description 2
- 238000005259 measurement Methods 0.000 abstract description 2
- 239000004567 concrete Substances 0.000 abstract 1
- 239000011378 shotcrete Substances 0.000 abstract 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 4
- 239000004927 clay Substances 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000004069 differentiation Effects 0.000 description 2
- 238000007789 sealing Methods 0.000 description 2
- 230000004888 barrier function Effects 0.000 description 1
- 238000001816 cooling Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000007710 freezing Methods 0.000 description 1
- 230000008014 freezing Effects 0.000 description 1
- 239000000843 powder Substances 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 239000013535 sea water Substances 0.000 description 1
- 230000005641 tunneling Effects 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/18—Special adaptations of signalling or alarm devices
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Environmental & Geological Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
Five steps, 14 excavation methods that the invention discloses a kind of under advanced strong supporting system, i.e. in tunnel, big cross section is divided into 14, five step and is excavated, 22b I-steel can be used in preliminary bracing, spacing 30cm, C25 gunite concretes 30cm is thick, and temporary support is using the shaped steel of HW400 × 400 × 13, spacing 1.2m, first of stull, all perpendicular support Two bors d's oeuveres, the second~tetra- stull are single.Advantageous effect of the present invention is：First floor pilot drive section is larger, is conducive to mechanization excavation construction；Excavation sequence is reasonable, and frozen soil strength is big, and stability is good, ensures that face is stable and structure stress is safe；Middle drift is leading, weakens both sides pilot tunnel frozen soil, reduces Mechanical Excavation of Frozen Soil difficulty, improves construction efficiency；Middle base tunnel only has temporary support process, and speed of application is fast；Monitoring measurement connection and reasonable arrangement can effectively monitor excavation risk, and excavating sequences can effectively be instructed to implement Dynamic Construction；This method is safe and reliable, can effectively reduce face unstability, cave in, the excessive equivalent risk of support system deformation.
Description
Technical field
The present invention relates to the technical fields of tunnelling, and in particular to one kind adds for steel pipe curtain freezes advance support form
Under big cross section five steps, 14 excavation methods.
Background technology
Port Zhuhai and Macao bridge Zhuhai connecting line is the important component of port Zhuhai and Macao bridge, and Gong Bei tunnel is port Zhuhai and Macao bridge pearl
The main projects of extra large connecting line, port Zhuhai and Macao bridge Zhuhai connecting line Gong Bei tunnel port tunneling segment length 255m, under wear Gong Beikou
Strip between bank and Macao barrier gate port, distance of the curtain engineering away from structure pile foundation only have 0.46m, are covered at the top of pipe curtain recently
Soil thickness about 4~5m.The daily incoming and outgoing vehicles in port are 7000 average, and about 230,000 person-times of the stream of people's total amount entered and left the border daily is wanted
Ask construction that cannot generate any influence to port customs clearance.Tunnel mainly passes through geological conditions, from top to bottom for：Miscellaneous fill, mud,
Very soft sill clay, silt clay, accidental powder, fine sand layer；Underground water 3m or so, is connected with seawater, belongs to weak soil rich water
Geology.Tunnel excavation section is 336.8m2, is combined using pipe curtain advance support+horizontal frozen sealing, and big cross section divides pilot tunnel
It excavates.Pipe curtain is made of 36 φ 1620mm push pipes, 35.5~35.8mm of tube spacing.Pipe curtain is freezing pipe, is formed and is frozen after cooling
The frost wall for tying wall 2~2.6m thickness, to form " pipe curtain advance support+horizontal frozen sealing " strong advanced levels support system.
Large cross section excavation easily occurs that earth's surface local collapse, ground settlement are excessive, face unstability, cave in, prop under environment above
System deforms prominent mud, water burst equivalent risk between excessive, pipe, and five steps, 14 excavation methods are proposed in order to reduce risk.
Invention content
In view of it is encountered in actual excavation the technical issues of, the purpose of the present invention be that effectively reduce large cross section excavation
When easily occur earth's surface local collapse, ground settlement is excessive, face unstability, cave in, support system deformation is excessive, mud of dashing forward between pipe,
Water burst equivalent risk, it is proposed that safe and reliable, practical five steps, 14 excavation methods.
To achieve the goals above, the technical solution adopted by the present invention is as follows：
A kind of five steps, 14 excavation methods under advanced strong supporting system the described method comprises the following steps：
S1 first steps first excavate " 1 " base tunnel, rear to excavate " 2 " base tunnel, and " 2 " base tunnel lags behind " 1 " base tunnel about 5m；
S2 second steps are excavated with the longitudinally spaced 15m of first step, and base tunnel " 3 " in first excavating installs temporary support in time,
Then it excavates and claims left and right two side base tunnels " 4 ", " 5 ", between the middle base tunnel " 3 " and the arranged on left and right sides base tunnel " 4 ", " 5 "
Spacing about 5m, dislocation is kept to be excavated；
The longitudinally spaced 15m of S3 thirds step and second step is excavated, base tunnel in first excavating " 6, temporary support is installed in time,
Then it excavates and claims left and right two side base tunnels " 7 ", " 8 ", between the middle base tunnel " 6 " and the arranged on left and right sides base tunnel " 7 ", " 8 "
Spacing about 5m, dislocation is kept to be excavated；
The longitudinally spaced 15m of the 4th steps of S4 and third step is excavated, base tunnel in first excavating " 9, temporary support is installed in time,
Then it excavates and claims left and right two side base tunnels " 10 ", " 11 ", the middle base tunnel " 9 " and the arranged on left and right sides base tunnel " 10 ", " 11 "
Between keep spacing about 5m, dislocation excavated；
The 5th steps of S5 and the longitudinally spaced 15m of the 4th step are excavated, base tunnel in first excavating " 12, temporary support is installed in time,
Then it excavates and claims left and right two side base tunnels " 13 ", " 14 ", the middle base tunnel " 12 " and the arranged on left and right sides base tunnel " 13 ", " 14 "
Between keep spacing about 5m, dislocation excavated.
It should be noted that each step height about 3.8~5.0m.
It should be noted that when each base tunnel often excavates 1~2 I-steel spacing, should closely follow apply preliminary bracing with it is interim
Supporting construction.
It should be further noted that in the technical solution of aforementioned present invention, 1,2, the numbers such as 3....14 be not pair
The limitation of the present invention, is only for as differentiation.
Based on above-mentioned, the present invention also provides a kind of five steps, 14 excavation methods under advanced strong supporting system
Monitoring arrangement, monitoring arrangement includes at least Vault settlement, tunnel inner periphery displacement, bracing members Internal Force Monitoring, initial stage branch
Internal stress is protected, wherein
The Vault settlement：It is arranged in tunnel top, a section arranges 3, mono- measuring frequency section of every 5~10m；
The tunnel inner periphery displacement：Per section 16 measuring points of temporary cloth, mono- measuring frequency section of every 5~10m；
The bracing members internal stress：Each section 22 measuring points of temporary cloth, mono- measuring frequency section of every 20~30m；
The preliminary bracing internal stress：15 measuring points, mono- measuring frequency section of every 20~30m is arranged in each section.
Advantageous effect of the present invention is：
(1) first floor pilot drive section is larger, is conducive to mechanization excavation construction；
(2) excavation sequence is reasonable, and frozen soil strength is big, and stability is good, ensures that face is stable and structure stress is safe；
(3) middle drift is leading, weakens both sides pilot tunnel frozen soil, reduces Mechanical Excavation of Frozen Soil difficulty, improves construction efficiency；
(4) base tunnel only has temporary support process in, and speed of application is fast；
(5) monitoring measurement connection and reasonable arrangement can effectively monitor excavation risk, can effectively instruct excavating sequences to implement dynamic and apply
Work；
(6) this method is safe and reliable, can effectively reduce face unstability, cave in, the support system deformation wind such as excessive
Danger.
Description of the drawings
Fig. 1 is the transverse cross-sectional profile schematic diagram of the present invention；
Fig. 2 is 14 position views in Fig. 1；
Fig. 3 is the flow diagram of the excavation method of the present invention；
Fig. 4 is Vault settlement of the present invention, tunnel inner periphery displacement monitoring layout drawing；
Fig. 5 is that preliminary bracing of the present invention and gib internal stress monitor layout drawing.
Specific implementation mode
The invention will be further described below, it should be noted that the present embodiment premised on the technical program,
Detailed embodiment and specific operating process are given, but protection scope of the present invention is not limited to present embodiment.
As shown in FIG. 1 to 3, the present invention is a kind of five steps, 14 excavation methods under advanced strong supporting system,
It the described method comprises the following steps：
S1 first steps first excavate " 1 " base tunnel, rear to excavate " 2 " base tunnel, and " 2 " base tunnel lags behind " 1 " base tunnel about 5m；
S2 second steps are excavated with the longitudinally spaced 15m of first step, and base tunnel " 3 " in first excavating installs temporary support in time,
Then it excavates and claims left and right two side base tunnels " 4 ", " 5 ", between the middle base tunnel " 3 " and the arranged on left and right sides base tunnel " 4 ", " 5 "
Spacing about 5m, dislocation is kept to be excavated；
The longitudinally spaced 15m of S3 thirds step and second step is excavated, base tunnel in first excavating " 6, temporary support is installed in time,
Then it excavates and claims left and right two side base tunnels " 7 ", " 8 ", between the middle base tunnel " 6 " and the arranged on left and right sides base tunnel " 7 ", " 8 "
Spacing about 5m, dislocation is kept to be excavated；
The longitudinally spaced 15m of the 4th steps of S4 and third step is excavated, base tunnel in first excavating " 9, temporary support is installed in time,
Then it excavates and claims left and right two side base tunnels " 10 ", " 11 ", the middle base tunnel " 9 " and the arranged on left and right sides base tunnel " 10 ", " 11 "
Between keep spacing about 5m, dislocation excavated；
The 5th steps of S5 and the longitudinally spaced 15m of the 4th step are excavated, base tunnel in first excavating " 12, temporary support is installed in time,
Then it excavates and claims left and right two side base tunnels " 13 ", " 14 ", the middle base tunnel " 12 " and the arranged on left and right sides base tunnel " 13 ", " 14 "
Between keep spacing about 5m, dislocation excavated.
It should be noted that each step height about 3.8~5.0m.
It should be noted that when each base tunnel often excavates 1~2 I-steel spacing, should closely follow apply preliminary bracing with it is interim
Supporting construction.
It should be further noted that in the technical solution of aforementioned present invention, 1,2, the numbers such as 3....14 be not pair
The limitation of the present invention, is only for as differentiation.
Based on above-mentioned, as shown in Figure 4, Figure 5, the present invention also provides a kind of five steps under advanced strong supporting system
The monitoring arrangement of 14 excavation methods, the monitoring arrangement is including at least in Vault settlement, tunnel inner periphery displacement, bracing members
Power monitoring, preliminary bracing internal stress, wherein：
The Vault settlement：It is arranged in tunnel top, a section arranges 3, mono- measuring frequency section of every 5~10m；
The tunnel inner periphery displacement：Per section 16 measuring points of temporary cloth, mono- measuring frequency section of every 5~10m；
The bracing members internal stress：Each section 22 measuring points of temporary cloth, mono- measuring frequency section of every 20~30m；
The preliminary bracing internal stress：15 measuring points, mono- measuring frequency section of every 20~30m is arranged in each section.
Further, in Fig. 4, triangle represents settlement observation point, dot represents convergence monitoring point for displacement；It is rectangular in Fig. 5
Shape represents preliminary bracing and gib internal stress monitoring point.
Further, can be found out by Tables 1 and 2, by using construction method of the present invention, construction personnel is first
First can dynamic realtime, control work progress, guiding construction comprehensively；Secondly obtained data precision is high, accurately, in time may be used
It leans on；Again, it can be directed to monitoring and controlling early warning value, convenient for making emergency disposal measure to accident.
The construction monitoring frequency meter of 1 excavating load of the present invention of table
| Serial number | Monitoring project | Monitoring accuracy | Early warning value |
| 1 | Vault settlement | 0.5mm | Aggregate-value：30mm, rate of displacement：2mm/d |
| 2 | Periphery displacement | 0.5mm | Relative displacement aggregate-value：0.30% |
| 3 | Bracing members internal force | 0.5% (F.S) | 70% design controlling value |
| 4 | Support lining internal force | 0.5% (F.S) | 70% design controlling value |
The pointing precision and early warning controlling value of 2 excavating load of the present invention of table
For those skilled in the art, technical solution that can be as described above and design are made other each
Kind is corresponding to be changed and deforms, and all these change and deform the protection model that should all belong to the claims in the present invention
Within enclosing.
Claims (4)
1. a kind of five steps, 14 excavation methods under advanced strong supporting system, which is characterized in that the method includes with
Lower step：
S1 first steps first excavate " 1 " base tunnel, rear to excavate " 2 " base tunnel, and " 2 " base tunnel lags behind " 1 " base tunnel about 5m；
S2 second steps are excavated with the longitudinally spaced 15m of first step, and base tunnel " 3 " in first excavating installs temporary support, then in time
It excavates and claims left and right two side base tunnels " 4 ", " 5 ", kept between the middle base tunnel " 3 " and the arranged on left and right sides base tunnel " 4 ", " 5 "
Spacing about 5m, dislocation are excavated；
The longitudinally spaced 15m of S3 thirds step and second step is excavated, and base tunnel in first excavating " 6, temporary support is installed in time, then
It excavates and claims left and right two side base tunnels " 7 ", " 8 ", kept between the middle base tunnel " 6 " and the arranged on left and right sides base tunnel " 7 ", " 8 "
Spacing about 5m, dislocation are excavated；
The longitudinally spaced 15m of the 4th steps of S4 and third step is excavated, and base tunnel in first excavating " 9, temporary support is installed in time, then
It excavates and claims left and right two side base tunnels " 10 ", " 11 ", between the middle base tunnel " 9 " and the arranged on left and right sides base tunnel " 10 ", " 11 "
Spacing about 5m, dislocation is kept to be excavated；
The 5th steps of S5 and the longitudinally spaced 15m of the 4th step are excavated, and base tunnel in first excavating " 12, temporary support is installed in time, then
It excavates and claims left and right two side base tunnels " 13 ", " 14 ", between the middle base tunnel " 12 " and the arranged on left and right sides base tunnel " 13 ", " 14 "
Spacing about 5m, dislocation is kept to be excavated.
2. five steps, 14 excavation methods according to claim 1 under advanced strong supporting system, which is characterized in that
When each base tunnel often excavates 1~2 I-steel spacing, it should closely follow and apply preliminary bracing and temporary support structures.
3. five steps, 14 excavation methods according to claim 1 under advanced strong supporting system, which is characterized in that
Each step height about 3.8~5.0m.
4. a kind of monitoring for five 14 excavation methods of step under advanced strong supporting system as described in claim 1
Arrangement, which is characterized in that monitoring arrangement is including at least Vault settlement, tunnel inner periphery displacement, bracing members Internal Force Monitoring, first
Phase supporting internal stress, wherein
The Vault settlement：It is arranged in tunnel top, a section arranges 3, mono- measuring frequency section of every 5~10m；
The tunnel inner periphery displacement：Per section 16 measuring points of temporary cloth, mono- measuring frequency section of every 5~10m；
The bracing members internal stress：Each section 22 measuring points of temporary cloth, mono- measuring frequency section of every 20~30m；
The preliminary bracing internal stress：15 measuring points, mono- measuring frequency section of every 20~30m is arranged in each section.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201810456915.1A CN108590671A (en) | 2018-05-14 | 2018-05-14 | A kind of five steps, 14 excavation methods under advanced strong supporting system |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201810456915.1A CN108590671A (en) | 2018-05-14 | 2018-05-14 | A kind of five steps, 14 excavation methods under advanced strong supporting system |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109139021A (en) * | 2018-11-01 | 2019-01-04 | 中铁十八局集团有限公司 | A kind of more pilot tunnel Construction Organization Methods of multi-step |
| CN109184802A (en) * | 2018-11-01 | 2019-01-11 | 中铁十八局集团有限公司 | A kind of more pilot tunnel tunnel informations monitoring construction methods of big cross section |
| CN109630162A (en) * | 2018-12-24 | 2019-04-16 | 中铁十八局集团有限公司 | A method of it is quickly connect based on the heavy-duty steel of advance support with pipe curtain |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109139021A (en) * | 2018-11-01 | 2019-01-04 | 中铁十八局集团有限公司 | A kind of more pilot tunnel Construction Organization Methods of multi-step |
| CN109184802A (en) * | 2018-11-01 | 2019-01-11 | 中铁十八局集团有限公司 | A kind of more pilot tunnel tunnel informations monitoring construction methods of big cross section |
| CN109630162A (en) * | 2018-12-24 | 2019-04-16 | 中铁十八局集团有限公司 | A method of it is quickly connect based on the heavy-duty steel of advance support with pipe curtain |
| CN109630162B (en) * | 2018-12-24 | 2020-02-14 | 中铁十八局集团有限公司 | Method for quickly connecting heavy steel and pipe curtain based on advanced support |
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Effective date of registration: 20190508 Address after: 072750 Hebei Baoding Zhuozhou Guanyun Road China Railway 18 Bureau Group First Engineering Co., Ltd. Applicant after: THE 1ST ENGINEERING CO., LTD. OF CHINA RAILWAY 18TH BUREAU GROUP CO., LTD. Address before: 072750 Hebei Baoding Zhuozhou Guanyun Road China Railway 18 Bureau Group First Engineering Co., Ltd. Applicant before: Yao Xiaoning |
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Application publication date: 20180928 |